《地震荷载标准值计算过程案例1300字》

地震荷载标准值计算过程案例综述1.1重力荷载代表值计算1．屋面楼面板恒载计算5层：49.8×16×5.45=4342.56kN4层：49.8×16×4.79=3816.67kN3层：49.8×16×4.79=3816.67kN2层：49.8×16×4.79=3816.67kN1层：49.8×16×4.79=3816.67kN2．屋面楼面板活载计算5层：49.8×16×0.65=517.92kN4层：49.8×13.2×2+27.6×2.8×2.5=1507.92kN3层：49.8×13.2×2+27.6×2.8×2.5=1507.92kN2层：49.8×13.2×2+27.6×2.8×2.5=1507.92kN1层：49.8×13.2×2+27.6×2.8×2.5=1507.92kN3．梁荷载计算5层：0.25×0.6×49.8×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.8×10×25×1.05+0.25×0.5×6.6×10×25×1.05=1594.16kN4层：0.25×0.6×49.8×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.8×10×25×1.05+0.25×0.5×6.6×10×25×1.05+0.25×0.4×3.3×2×25×1.05=1611.49kN3层：0.25×0.6×49.8×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.8×10×25×1.05+0.25×0.5×6.6×10×25×1.05+0.25×0.4×3.3×2×25×1.05=1611.49kN2层：0.25×0.6×49.8×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.8×10×25×1.05+0.25×0.5×6.6×10×25×1.05+0.25×0.4×3.3×2×25×1.05=1611.49kN1层：0.25×0.6×49.8×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.8×10×25×1.05+0.25×0.5×6.6×10×25×1.05+0.25×0.4×3.3×2×25×1.05=1611.49kN4．柱荷载计算5层：0.5×0.5×3.6×40×25×1.05=945kN4层：0.5×0.5×3.6×28×25×1.05=423.36kN3层：0.5×0.5×3.6×28×25×1.05=423.36kN2层：0.5×0.5×3.6×28×25×1.05=423.36kN1层：0.5×0.5×5.2×28×25×1.05=611.52kN5．门、窗荷载计算5层：1.8×1.8×2×0.45+2.1×1.8×28×0.45+0.9×2.1×2×0.45+1×2.1×23×0.45+1.5×2.1×2×0.45=76.83kN4层：1.8×1.8×2×0.45+2.1×1.8×28×0.45+0.9×2.1×2×0.45+1×2.1×23×0.45+1.5×2.1×2×0.45=76.83kN3层：1.8×1.8×2×0.45+2.1×1.8×28×0.45+0.9×2.1×2×0.45+1×2.1×23×0.45+1.5×2.1×2×0.45=76.83kN2层：1.8×1.8×2×0.45+2.1×1.8×28×0.45+0.9×2.1×2×0.45+1×2.1×23×0.45+1.5×2.1×2×0.45=76.83kN1层：1.8×1.8×2×0.45+1.2×2.4×2×0.45+1.8×2.4×2×0.45+0.9×2.1×2×0.45+1×2.1×21×0.45=30.95kN6．墙荷载计算屋面层女儿墙：(0.9×49.8×2+0.9×16×2)×4=473.76kN5层外墙：(3×49.8×2+3×6.6×4+3.2×2.8×2-1.8×1.8×2-2.1×1.8×28)×4=1134.4kN4层外墙：(3×49.8×2+3×6.6×4+3.2×2.8×2-1.8×1.8×2-2.1×1.8×28)×4=1134.4kN3层外墙：(3×49.8×2+3×6.6×4+3.2×2.8×2-1.8×1.8×2-2.1×1.8×28)×4=1134.4kN2层外墙：(3×49.8×2+3×6.6×4+3.2×2.8×2-1.8×1.8×2-2.1×1.8×28)×4=1134.4kN1层外墙：(3×49.8×2+3×6.6×4+3.2×2.8×2-1.8×1.8×2-1.2×2.4×2-1.8×2.4×2)×4=1500.16kN5层内墙：(3×49.8×2+2.6×6.6×16-0.9×2.1×2-1×2.1×23-1.5×2.1×2)×2.3=1184kN4层内墙：(3×49.8×2+2.6×6.6×16-0.9×2.1×2-1×2.1×23-1.5×2.1×2)×2.3=1184kN3层内墙：(3×49.8×2+2.6×6.6×16-0.9×2.1×2-1×2.1×23-1.5×2.1×2)×2.3=1184kN2层内墙：(3×49.8×2+2.6×6.6×16-0.9×2.1×2-1×2.1×23-1.5×2.1×2)×2.3=1184kN1层内墙：(3×49.8×2+2.6×6.6×17-0.9×2.1×2-1×2.1×21)×2.3=1248.07kN7．重力荷载代表值计算G5=4342.56+517.92/2+1594.16+945/2+76.83/2+473.76+1134.4/2+1184.45/2=8339.78kNG4=3816.67+1507.92/2+1611.49+945/2+423.36/2+76.83/2+76.83/2+1134.4/2+1134.4/2+1184.45/2+1184.45/2=9261.98kNG3=3816.67+1507.92/2+1611.49+423.36/2+423.36/2+76.83/2+76.83/2+1134.4/2+1134.4/2+1184.45/2+1184.45/2=9001.16kNG2=3816.67+1507.92/2+1611.49+423.36/2+423.36/2+76.83/2+76.83/2+1134.4/2+1134.4/2+1184.45/2+1184.45/2=9001.16kNG1=3816.67+1507.92/2+1611.49+423.36/2+611.52/2+76.83/2+30.95/2+1134.4/2+1500.16/2+1184.45/2+1248.07/2=9286.99kN图3-5各质点的重力荷载代表值1.2框架自振周期的计算；；表3-3结构顶点的假想侧移计算层次Gi(kN)Vgi(kN)ΣDi(kN/m)Δui(m)uT(m)58339.788339.785941400.0140370.290349261.9817601.765941400.0296260.276339001.1626602.925941400.0447760.246729001.1635604.085941400.0599250.202119286.9944891.073160360.1420440.142由计算基本周期取ΨT=0.7，由表可知0.2903m，所以=0.641s1.3水平地震作用下的剪力计算结构等效总重力荷载：EQGeq=0.85GL=0.85×44891.07=38157.4095kN由于T1>1.4Tg=1.4×0.4=0.56s且0.35<Tg≤0.55因此顶部附加地震作用系数δn=0.08T1+0.01=0.0613EQ∑GiHi=550768.3kN·mEQ∆Fn=δn·FEK=0.0613×1995.633=122.33kN框架横向水平地震作用标准值为：结构底部：(顶层)，(其他层)表3-4各质点横向水平地震剪力计算层次Hi(m)Gi(kN)GiHi(kN·m)Fi(kN)Vi(kN)519.68339.78163459.69678.3678.34169261.98148191.68504.041182.34312.49001.16111614.38379.631561.9728.89001.1679210.21269.411831.3815.29286.9948292.35164.251995.631.4水平地震作用下的位移验算水平地震作用下框架结构的层间位移△μi和顶点位移μ按下列两式计算表3-5横向水平地震作用下的位移验算层次Vi(kN)∑Di(N/m)△μi(mm)hi(m)△μi/hi5678.3594140